HomeMy WebLinkAboutCOPPERLEAF - FDP - FDP170008 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT
Copperleaf Subdivision
Prepared for:
Brinkman Partners
3528 Precision Drive, Suite 100
Fort Collins, CO 80528
Prepared by:
Interwest Consulting Group
1218 West Ash, Suite A
Windsor, Colorado 80550
(970) 674-3300
February 8, 2017
Job Number 1285-045-00
TABLE OF CONTENTS
TABLE OF CONTENTS ............................................................................................................ iii
1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1
1.1 Location ........................................................................................................................... 1
1.2 Description of Property ................................................................................................. 1
1.3 Floodplain Submittal Requirements ............................................................................. 1
2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2
2.1 Major Basin Description ................................................................................................ 2
2.2 Sub-basin Description .................................................................................................... 2
3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2
3.1 Regulations ...................................................................................................................... 2
3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2
3.3 Development Criteria Reference and Constraints ...................................................... 3
3.4 Hydrological Criteria ..................................................................................................... 4
3.5 Hydraulic Criteria .......................................................................................................... 4
3.6 Floodplain Regulations Compliance ............................................................................. 4
3.7 Modifications of Criteria ............................................................................................... 4
4. DRAINAGE FACILITY DESIGN ....................................................................................... 5
4.1 General Concept ............................................................................................................. 5
4.2 Specific Details ................................................................................................................ 5
5. CONCLUSIONS .................................................................................................................... 7
5.1 Compliance with Standards .......................................................................................... 7
5.2 Drainage Concept ........................................................................................................... 7
6. REFERENCES ...................................................................................................................... 7
APPENDIX
VICINITY MAP AND DRAINAGE PLAN .............................................................................. A
HYDROLOGIC COMPUTATIONS .......................................................................................... B
HYDRAULIC COMPUTATIONS .............................................................................................. C
WATER QUALITY AND LID INFORMATION .................................................................... D
DETENTION INFORMATION .................................................................................................. E
SOILS INFO, FEMA FIRM AND REFERENCE MATERIALS ............................................ F
1
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
The Copperleaf Subdivision (3425 South Shields) is located in the Southeast Quarter of
Section 27, Township 7 North, Range 69 West of the Sixth Principal Meridian, in the
City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in
Appendix A.
The project site is located on the west side of South Shields Street about 650 feet north of
West Horsetooth Road. South Shields Street bounds the property on the east, Horsetooth
Commons PUD on the south, Casa Grande Condos on the west and Chaparral PUD on
the north.
1.2 Description of Property
The property consists of about 2.9 acres of land and will consist of three new multi-family
buildings, garages and new parking and drive aisles.
The site generally slopes in a northeasterly direction at approximately 1.5%. The land
currently contains several buildings and gravel drives. There are no offsite flows
contributing to the site.
According to FEMA Panel 08069C0986G there are no mapped FEMA Floodways on this
property. Please refer to the FEMA FIRM located in Appendix F.
1.3 Floodplain Submittal Requirements
Because the project is not within any FEMA or City of Fort Collins mapped floodway, a
Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review
Checklist for 100% Submittals” has not been included with this report.
2
2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The proposed development lies within the Foothills Basin and the Foothills Master
Drainage Plan.
2.2 Sub-basin Description
Historically, the site drains to the northeast of the site where water enters an existing
storm system located in South Shields Street and ultimately reaches the Foothills
Channel.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage
Design Criteria Manual” specifications. Where applicable, the criteria established in the
“Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional
Council of Governments, has been used.
3.2 Directly Connected Impervious Area (DCIA) Discussion
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process
for receiving water protection that focuses on reducing runoff volumes, treating the water
quality capture volume (WQCV), stabilizing drainageways and implementing long-term
source controls. The Four Step Process applies to the management of smaller, frequently
occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement
Low Impact Development (LID) strategies, including Minimizing Directly Connected
Impervious Areas (MDCIA).
3
Runoff from the parking lots and surrounding sidewalks shall drain directly into pervious
pavement systems thereby slowing runoff and also promoting infiltration. Runoff from
the buildings shall drain through a water quality pond which promotes settlement of
particles.
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow
Release
Once runoff has been minimized, the remaining runoff shall be treated through the
pervious pavement system. The pervious pavement system allows for filtering of
sediments.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate and volume of runoff during and following development. Because the site
will drain to a storm sewer, bank stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
The proposed development will provide the pervious pavement system feature and the
extended detention which will eliminate pollution that had previously been exposed
during weathering and runoff processes. The proposed project will proactively control
pollutants at their source by preventing pollution rather than removing contaminants once
they have entered the stormwater system as compared to historic conditions.
3.3 Development Criteria Reference and Constraints
The runoff from this site has been routed to conform to the requirements of the City
Stormwater Department. Water quality capture volume and detention will be provided on
site. The release rate for the site is the 2-year historic runoff minus the untreated release
from off-site basin OS and is 1.0 cfs.
Runoff reduction practices (LID techniques) are also required. No less than fifty percent
of any newly added impervious area must be treated using one or a combination of LID
techniques. The project adds 93,585 sf of new impervious area. Using the pervious
paver LID technique, 46,326 sf of new impervious area (50%) will be treated which
meets the 50% requirement.
4
No less than twenty five percent of any newly added pavement areas must be treated
using a permeable pavement technology. The project adds 46,228 sf of new pavement
area. This project will incorporate 17,115 sf of pervious pavers which is 37% of the
newly added pavement which exceeds the required 25%.
Please refer to Appendix D for LID calculations and information.
3.4 Hydrologic Criteria
Runoff computations were prepared for the 2-year and 10-year minor storms and 100-year
major storm frequency utilizing the rational method.
All hydrologic calculations associated with the basins are included in Appendix B of this
report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub-
basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub-
basins and Design Points associated with this site.
Water quality capture volume and detention is provided on site in the pervious pavement
system and in the water quality and detention pond.
3.5 Hydraulic Criteria
All hydraulic calculations are presented in Appendix C and prepared in accordance with
the City of Fort Collins Drainage Criteria.
3.6 Floodplain Regulations Compliance
The project is not within any FEMA or City of Fort Collins mapped floodway; therefore,
Floodplain Regulations Compliance is not required.
3.7 Modifications of Criteria
There are no Modifications of Criteria at this time.
5
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The majority of the proposed development will be collected and conveyed to the
proposed storm drain system where it will be treated for water quality and detention via
pervious pavement systems or the water quality and detention pond before being released
into the existing storm system in Shields Street.
4.2 Specific Details
A summary of the drainage patterns within each basin is provided in the following
paragraphs. Please refer to Appendix A for the drainage plan.
Basin A consists of three sub-basins and is a total of 0.46 acres. This basin contains the
southern building and the south portion of the western parking lot. Flows from sub-basin
A1 contain portions of the southwest garage roof and the adjacent parking lot. This flow
is collected in a Type 13 sump inlet at design point A1 and conveyed to the pond via
storm system A. Sub-basin A2 contains roof runoff (north portion of Building C) and is
conveyed to the water quality and detention pond in the middle of the site via storm
system A. Sub-basin A3 contains the southern portion of Building C’s roof and the
southern swale. Flow is collected in a Type C sump inlet at design point A3 and
transported to the pond via storm system A1.
Basins B consists of four sub-basins and is a total of 0.66 acres. This basin contains the
northern building and the north portion of the western parking lot. Flows from sub-basin
B1 contain portions of the northwest garage roof and the adjacent parking lot. This flow
is collected in a Type 13 sump inlet at design point B1 and conveyed to the pond via
storm system B. Sub-basin B2 contains roof runoff (south portion of Building B) and is
conveyed to the water quality and detention pond in the middle of the site via storm
system B. Sub-basin B3 contains the northern portion of Building B’s roof and the
northern swale. Flow is collected in a Type C sump inlet at design point B3 and
transported to the pond via storm system B1 and are also collected in storm system B.
Sub-basin B4 contains portions of the northern garage roofs and the swale behind those
garages. Flow is collected in a 24” ADS sump inlet at design point B4 and transported to
the pond via storm system B1.
6
Basin C consists of two sub-basins and is a total of 0.32 acres. This basin contains the
eastern building. Flows from sub-basins C1 and C2 contain roof runoff and are conveyed
to the water quality and detention pond in the middle of the site via storm system C.
Basin D is 1.28 acres and contains the parking lot and the water quality and detention
pond. Flow from basin D travel through the pervious paver system and then to the water
quality and detention pond. The pond releases into the existing storm system in South
Shields Street.
Basin OS is 0.20 acres and contains a small portion of the site that is adjacent to South
Shields Street. Flow from this basin will sheet into the curb and gutter of Shields.
The water quality capture volume for the entire site was sized based on a 40-hour drain
and is 0.069 ac-ft. Forty percent of the site’s water quality needs are treated in the
pervious paver system. The remainder of the site (60%) will be treated in the pond and is
0.04 ac-ft. This will be accomplished at an elevation of 5077.5 ft in the water quality and
detention pond. Please refer to Appendix D for water quality information.
Based on the historic 2-year release rate of 1.8 cfs minus the off-site 100-year flow from
Basin OS (0.9 cfs), the required 100-year release rate is 1.0 cfs. Therefore, the required
100-year storage volume for the site is 0.53 ac-ft. The total required volume in the poind
with the 0.04 ac-ft of water quality is 0.57 ac-ft. The portion of the paver system that is
adjacent to the pond will have a flat bottom and a deeper rock section (2.5’ minimum)
than the paver area between Buildings B and C. This deeper portion will provide 14,020
cf (0.32 ac-ft) of storage volume and was calculated considering the storage would be
within the rock void area (30%) with the bottom of the rock at 5076.5 ft and being
flooded to 5080.7 ft. A portion of the volume (0.22 ac-ft) will be achieved at an elevation
of 5080.7 ft in the pond. The remainder of the volume (0.03 ac-ft) will be achieved
within the volume of the mainline pipe system. The pond is released into the existing
storm system in South Shields Street. Emergency overflow for the site will pass over the
driveway at an elevation of 5080.7 feet to South Shields Street. Please refer to Appendix
E for detention information.
7
5. CONCLUSIONS
5.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Storm Drainage Design Criteria Manual.
5.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provides for stormwater quantity and quality treatment of proposed
impervious areas. Conveyance elements have been designed to pass required flows and
to minimize future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
6. REFERENCES
1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to
the Urban Drainage and Flood Control District Criteria Manual”, adopted
December 2011.
2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria
Manual”, Volumes 1 and 2, updated January 2016, and Volume 3 updated
November 2010.
A
APPENDIX A
VICINITY MAP AND DRAINAGE PLAN
B
APPENDIX B
HYDROLOGIC COMPUTATIONS
SUMMARY
DRAINAGE SUMMARY TABLE
Design Tributary Area C (10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot
Sub-basin REMARKS
Point (ac) (min) (min) (cfs) (cfs) (cfs)
A1 A1 0.12 0.84 1.05 5.0 5.0 0.3 0.5 1.3 Sump Inlet (TYPE 13)
A2 A2 0.12 0.81 1.02 5.0 5.0 0.3 0.5 1.2 Roof System
A3 A3 0.22 0.67 0.83 5.0 5.0 0.4 0.7 1.8 Sump Inlet (TYPE C)
B1 B1 0.16 0.90 1.12 5.0 5.0 0.4 0.7 1.8 Sump Inlet (TYPE 13)
B2 B2 0.14 0.92 1.15 5.0 5.0 0.4 0.6 1.6 Roof System
B3 B3 0.31 0.52 0.65 8.0 6.9 0.4 0.7 1.8 Sump Inlet (TYPE C)
B4 B4 0.05 0.55 0.68 5.0 5.0 0.1 0.1 0.4 Sump Inlet (24" ADS)
C1 C1 0.16 0.81 1.01 5.0 5.0 0.4 0.6 1.6 Roof System
C2 C2 0.16 0.78 0.97 5.0 5.0 0.4 0.6 1.6 Roof System
D D 1.28 0.68 0.86 8.5 6.7 2.1 3.5 9.8 Pavers & Sump Inlet (TYPE R)
OS OS 0.20 0.40 0.51 8.6 7.8 0.2 0.3 0.9 Offsite
Page 1
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I
Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I
Type C Soils Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Gravel/Pavers: 0.50 40
Heavy Soil (Flat, <2%) : 0.20 0
SUBBASIN TOTAL TOTAL ROOF PAVED GRAVEL/PAVERS SIDEWALK LANDSCAPE RUNOFF %
DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
Existing
Lot 2.92 127,313 6,623 0 25,000 3,794 91,897 0.32 15 Historic
Proposed
Lot 2.92 127,313 36,613 29,408 17,115 10,449 33,729 0.69 62 Calc'd %I
Equations
- Calculated C coefficients & % Impervious are area weighted
C = (Ci Ai) / At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
2-8-17 Final FC Flow-Copperleaf.xls
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I
Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I
Type C Soils Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Gravel or Pavers: 0.50 40
Landscape Areas (Flat, heavy) : 0.20 0
Landscape Areas (Steep, heavy) : 0.35 0
SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF %
DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
A1 0.12 5,262 578 3,435 0 482 767 0.84 84
A2 0.12 5,321 4,225 0 0 135 960 0.81 74
A3 0.22 9,399 5,648 0 0 198 3,553 0.67 56
B1 0.16 7,104 1,060 4,684 0 855 506 0.90 91
B2 0.14 5,924 5,650 0 0 67 206 0.92 87
B3 0.31 13,335 4,445 0 0 1,250 7,640 0.52 39
B4 0.05 2,365 1,096 0 0 0 1,270 0.55 42
C1 0.16 6,881 5,151 0 0 422 1,308 0.81 73
C2 0.16 7,119 5,310 0 0 176 1,633 0.78 70
D 1.28 55,843 3,450 20,288 17,115 5,473 9,517 0.68 64
OS 0.20 8,762 0 1,001 0 1,390 6,371 0.40 27
TOTAL TO POND 2.72 118,554 36,613 28,407 17,115 9,059 27,360 0.71 65
Equations
- Calculated C coefficients & % Impervious are area weighted
C = (Ci Ai) / At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
2-8-17 Final FC Flow-Copperleaf.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
EX LOT 2.92 0.32 300 1.8 20.7 275 0.9 0.03 1.0 4.5 25.1 575 13.2 13.2
A1 A1 0.12 0.84 57 3.2 2.5 37 0.5 0.016 1.4 0.4 2.9 94 10.5 5.0
A2 A2 0.12 0.81 5 2.0 0.9 190 0.5 0.016 1.4 2.2 3.2 195 11.1 5.0
A3 A3 0.22 0.67 15 2.0 2.5 170 2.3 0.03 1.6 1.7 4.2 185 11.0 5.0
B1 B1 0.16 0.90 27 4.2 1.2 80 0.5 0.016 1.4 0.9 2.2 107 10.6 5.0
B2 B2 0.14 0.92 5 2.0 0.6 190 0.5 0.016 1.4 2.2 2.8 195 11.1 5.0
B3 B3 0.31 0.52 30 2.0 4.7 367 1.4 0.02 1.9 3.3 8.0 397 12.2 8.0
B4 B4 0.05 0.55 5 2.0 1.8 68.5 0.5 0.016 1.4 0.8 2.6 74 10.4 5.0
C1 C1 0.16 0.81 5 2.0 1.0 177 0.5 0.016 1.4 2.1 3.0 182 11.0 5.0
C2 C2 0.16 0.78 5 2.0 1.1 215 0.5 0.016 1.4 2.5 3.6 220 11.2 5.0
D D 1.28 0.68 54 2.2 4.4 282 0.5 0.02 1.1 4.1 8.5 336 11.9 8.5
OS OS 0.20 0.40 30 2.0 5.7 250 0.5 0.016 1.4 2.9 8.6 280 11.6 8.6
TOTAL TO POND 2.72 0.71 54 2.0 4.2 282 0.5 0.02 1.1 4.1 8.4 336 11.9 8.4
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
2-8-17 Final FC Flow-Copperleaf.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
EX LOT 2.92 0.32 0.40 300 1.8 18.5 275 0.9 0.03 1.0 4.5 23.0 575 13.2 13.2
A1 A1 0.12 0.84 1.05 57 3.2 0.5 37 0.5 0.016 1.4 0.4 0.9 94 10.5 5.0
A2 A2 0.12 0.81 1.02 5 2.0 0.3 190 0.5 0.016 1.4 2.2 2.5 195 11.1 5.0
A3 A3 0.22 0.67 0.83 15 2.0 1.5 170 2.3 0.03 1.6 1.7 3.3 185 11.0 5.0
B1 B1 0.16 0.90 1.12 27 4.2 -0.1 80 0.5 0.016 1.4 0.9 0.8 107 10.6 5.0
B2 B2 0.14 0.92 1.15 5 2.0 -0.2 190 0.5 0.016 1.4 2.2 2.0 195 11.1 5.0
B3 B3 0.31 0.52 0.65 30 2.0 3.7 367 1.4 0.02 1.9 3.3 6.9 397 12.2 6.9
B4 B4 0.05 0.55 0.68 5 2.0 1.4 68.5 0.5 0.016 1.4 0.8 2.2 74 10.4 5.0
C1 C1 0.16 0.81 1.01 5 2.0 0.3 177 0.5 0.016 1.4 2.1 2.4 182 11.0 5.0
C2 C2 0.16 0.78 0.97 5 2.0 0.4 215 0.5 0.016 1.4 2.5 2.9 220 11.2 5.0
D D 1.28 0.68 0.86 54 2.2 2.6 282 0.5 0.02 1.1 4.1 6.7 336 11.9 6.7
OS OS 0.20 0.40 0.51 30 2.0 4.8 250 0.5 0.016 1.4 2.9 7.8 280 11.6 7.8
TOTAL TO POND 2.72 0.71 0.89 54 2.0 2.3 282 0.5 0.02 1.1 4.1 6.4 336 11.9 6.4
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L
0.5
] / S
1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
2-8-17 Final FC Flow-Copperleaf.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
2 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
EX LOT 2.92 0.32 13.2 1.98 1.9 1.9 Historic 2-year
A1 A1 0.12 0.84 5.0 2.85 0.3 0.3
A2 A2 0.12 0.81 5.0 2.85 0.3 0.3
A3 A3 0.22 0.67 5.0 2.85 0.4 0.4
B1 B1 0.16 0.90 5.0 2.85 0.4 0.4
B2 B2 0.14 0.92 5.0 2.85 0.4 0.4
B3 B3 0.31 0.52 8.0 2.42 0.4 0.4
B4 B4 0.05 0.55 5.0 2.85 0.1 0.1
C1 C1 0.16 0.81 5.0 2.85 0.4 0.4
C2 C2 0.16 0.78 5.0 2.85 0.4 0.4
D D 1.28 0.68 8.5 2.37 2.1 2.1
OS OS 0.20 0.40 8.6 2.36 0.2 0.2
TOTAL TO POND 2.72 0.71 8.4 2.38 4.6 4.6
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 24.221 / (10+ tc)0.7968
2-8-17 Final FC Flow-Copperleaf.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
10 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
EX LOT 2.92 0.32 13.2 3.38 3.2 3.2
A1 A1 0.12 0.84 5.0 4.87 0.5 0.5
A2 A2 0.12 0.81 5.0 4.87 0.5 0.5
A3 A3 0.22 0.67 5.0 4.87 0.7 0.7
B1 B1 0.16 0.90 5.0 4.87 0.7 0.7
B2 B2 0.14 0.92 5.0 4.87 0.6 0.6
B3 B3 0.31 0.52 8.0 4.14 0.7 0.7
B4 B4 0.05 0.55 5.0 4.87 0.1 0.1
C1 C1 0.16 0.81 5.0 4.87 0.6 0.6
C2 C2 0.16 0.78 5.0 4.87 0.6 0.6
D D 1.28 0.68 8.5 4.04 3.5 3.5
OS OS 0.20 0.40 8.6 4.03 0.3 0.3
TOTAL TO POND 2.72 0.71 8.4 4.07 7.9 7.9
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / (10+ tc)0.7974
2-8-17 Final FC Flow-Copperleaf.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Copperleaf Subdivision
PROJECT NO: 1285-045-00
COMPUTATIONS BY: es
DATE: 2/8/2017
100 yr storm, Cf = 1.25
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot
Design
Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
EX LOT 2.92 0.40 13.2 6.90 8.1 8.1
A1 A1 0.12 1.05 5.0 9.95 1.3 1.3
A2 A2 0.12 1.02 5.0 9.95 1.2 1.2
A3 A3 0.22 0.83 5.0 9.95 1.8 1.8
B1 B1 0.16 1.12 5.0 9.95 1.8 1.8
B2 B2 0.14 1.15 5.0 9.95 1.6 1.6
B3 B3 0.31 0.65 6.9 8.87 1.8 1.8
B4 B4 0.05 0.68 5.0 9.95 0.4 0.4
C1 C1 0.16 1.01 5.0 9.95 1.6 1.6
C2 C2 0.16 0.97 5.0 9.95 1.6 1.6
D D 1.28 0.86 6.7 8.96 9.8 9.8
OS OS 0.20 0.51 7.8 8.54 0.9 0.9
TOTAL TO POND 2.72 0.89 6.4 9.09 22.0 22.0
Q = C iA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 84.682 / (10+ tc)
0.7975
2-8-17 Final FC Flow-Copperleaf.xls
C
APPENDIX C
HYDRAULIC CALCULATIONS
Interwest Consulting Group
1218 W. Ash, Suite C
Windsor, CO 80550
Inlet Flow Calculation for Area Inlets
Project: Copperleaf
Job Number : 1284-045-00
Calculations by : ES
Date : 2/2/2017
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.*
*See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
QG = Qi * (1-F)
DP A1
Q = 1.3 cfs
H = 0.79 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
=3.67ft2 =7.34ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 17.53 cfs = 35.07 cfs = 52.60 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 8.77 cfs = 17.53 cfs = 26.30 cfs
USE : Single Type 13 Inlet
DP B1
Q = 1.8 cfs
H = 0.89 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
=3.67ft2 =7.34ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 18.61 cfs = 37.22 cfs = 55.83 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 9.31 cfs = 18.61 cfs = 27.92 cfs
USE : Single Type 13 Inlet
Grate Dimensions and information:
WSEL
Page1
Interwest Consulting Group
1218 W. Ash, Suite C
Windsor, CO 80550
Inlet Flow Calculation for Area Inlets
Project: Copperleaf
Job Number : 1284-045-00
Calculations by : es
Date : 2/2/2017
Objective: to determine capacity of Type C area inlet with close mesh grate
Geometry at inlet :
Close Mesh Grate
Width (W): 2.625 feet
Length (L): 3.3542 feet
Open Area (A): 6.6944 sq ft
Reduction Factor (F): 50%
Grate Flow:
Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.*
*See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
QG = Qi * (1-F)
DP A3
DETERMINE CAPACITY OF TYPE C INLET
H = 0.51 ft
Single Type C Inlet
A = 1*A
=6.69ft2
Qi = C*A*SQRT(2*g*H)
= 25.70 cfs
QG = Qi * F
= 12.9 cfs
OK, Flow of Basin A3 = 1.8 cfs
USE : Single Type C Inlet
DP B3
DETERMINE CAPACITY OF TYPE C INLET
H = 0.67 ft
Single Type C Inlet
A = 1*A
=6.69ft2
Qi = C*A*SQRT(2*g*H)
= 29.46 cfs
QG = Qi * F
= 14.7 cfs
OK, Flow of Basin B3 = 1.8 cfs
USE : Single Type C Inlet
Grate Dimensions and information:
WSEL
Page1
Interwest Consulting Group
1218 W. Ash, Suite C
Windsor, CO 80550
Inlet Flow Calculation for Area Inlet (24" Drop ADS Inlet)
Project: Copperleaf
Job Number : 1284-045-00
Calculations by : es
Date : 2/2/2017
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Square Feet Open (A): 1.145 sf
Reduction Factor (F): 50%
Grate Flow:
Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.*
*See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
QG = Qi * (1-F)
DP B4
Q = 0.4 cfs Q100
H = 0.55 ft
A= 1.15 ft2
Qi = C*A*SQRT(2*g*H)
= 4.57 cfs
QG = Qi * F
= 2.28 cfs OK
Grate Open Area and information:
WSEL
Page1
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.8 4.9 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P
1 / ( C2
+ Tc ) ^ C
3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.8 4.9 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE
SECTIONS BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
COPPERLEAF
D
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
2-2-17 TYPE R DP D UD-Inlet_v3.14.xlsm, Q-Peak 2/2/2017, 10:40 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.000 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.013
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 60.0 ft
Gutter Width W = 1.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 12.0 24.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)0
COPPERLEAF
D
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
2-2-17 TYPE R DP D UD-Inlet_v3.14.xlsm, Q-Allow 2/2/2017, 10:40 AM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 3.6 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 1.00 1.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 2.3 5.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED
= 1.8 4.9 cfs
INLET IN A SUMP OR SAG LOCATION
COPPERLEAF
D
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
2-2-17 TYPE R DP D UD-Inlet_v3.14.xlsm, Inlet In Sump 2/2/2017, 10:40 AM
Scenario: 100-YR
P18
P16
P15
P14
P12
P9
P6
P5
P2
P1
P22
P20
O-2 O-3
EX MH
IN A1, A2
IN A3
IN B3
IN D1 IN D2
POND OUT
IN-C2
IN-C1
IN-B4
IN B1, B2
MH-17
MH-16
MH-15
MH-14
MH-13
MH-11
MH-10
MH-9
MH-18
MH-19
MH-3
MH-2
MH-1
MH-20
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Conduit FlexTable: Combined Pipe/Node Report
Energy
Grade Line
(Out)
(ft)
Energy
Grade Line
(In)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Slope
(Calculat
ed)
(ft/ft)
Invert (Stop)
(ft)
Invert (Start)
(ft)
Velocity
(ft/s)
Flow
(cfs)
Diam
eter
(in)
Length Material
(Unified)
(ft)
Stop
Node
Start
Node
Label
Concret 30.0 13.20 2.69 75.74 75.76 -0.003 80.71 80.70 80.82 80.81
P1 O-2 IN D1 6.3 e
Concret 30.0 9.90 2.02 75.76 75.96 -0.005 80.71 80.69 80.78 80.75
P2 IN D1 MH-9 38.2 e
Concret 18.0 4.30 2.43 75.96 76.13 -0.005 80.83 80.78 80.92 80.87
P3 MH-9 MH-14 33.0 e
Concret 18.0 4.30 2.43 76.13 76.29 -0.005 80.93 80.88 81.02 80.97
P4 MH-14 MH-15 33.0 e
P5 MH-15 MH-17 190.4 PVC 15.0 2.50 2.04 76.29 77.24 -0.005 81.16 80.99 81.22 81.05
Concret 15.0 2.50 2.04 77.24 77.43 -0.005 81.25 81.19 81.31 81.26
36.9 e
IN A1,
P6 MH-17 A2
P7 MH-15 MH-16 51.6 PVC 15.0 1.80 1.47 76.29 76.55 -0.005 81.01 80.99 81.04 81.02
P8 MH-16 IN A3 25.0 PVC 15.0 1.80 1.47 76.55 76.68 -0.005 81.04 81.03 81.07 81.06
P9 MH-9 MH-13 190.4 PVC 15.0 3.40 2.77 75.96 76.91 -0.005 81.09 80.78 81.21 80.89
Concret 15.0 3.40 2.77 76.91 77.31 -0.005 81.38 81.16 81.50 81.28
79.8 e
IN B1,
P10 MH-13 B2
Conduit FlexTable: Combined Pipe/Node Report
Energy
Grade Line
(Out)
(ft)
Energy
Grade Line
(In)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Slope
(Calculat
ed)
(ft/ft)
Invert (Stop)
(ft)
Invert (Start)
(ft)
Velocity
(ft/s)
Flow
(cfs)
Diam
eter
(in)
Length Material
(Unified)
(ft)
Stop
Node
Start
Node
Label
P24 MH-18 IN-C1 33.0 PVC 12.0 1.60 2.04 76.11 76.29 -0.005 80.86 80.82 80.93 80.89
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FlexTable: Catch Basin Table
Energy Grade
Line (Out)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Flow (Additional
Subsurface)
(cfs)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
Elevation
(Ground)
(ft)
ID Label
POND 80.70 80.70 75.64 1.00 78.04 78.04 78.07 78.07
45 OUT
46 IN D2 80.28 80.78 75.79 6.50 80.73 80.70 80.78 80.76
47 IN D1 80.19 80.69 75.76 3.30 80.75 80.69 80.81 80.80
48 IN B3 80.89 81.70 76.39 1.80 80.89 80.86 80.90 80.91
49 IN A3 81.86 81.86 76.68 1.80 81.04 81.04 81.07 81.07
IN A1, 84.18 84.18 77.43 2.50 81.25 81.25 81.31 81.31
50 A2
IN B1, 83.49 83.49 77.31 3.40 81.38 81.38 81.50 81.50
51 B2
75 IN-B4 80.40 80.95 76.86 0.40 80.90 80.90 80.90 80.90
77 IN-C1 81.44 81.44 76.29 1.60 80.86 80.86 80.93 80.93
78 IN-C2 81.14 81.70 78.08 1.60 81.39 81.39 81.46 81.46
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FlexTable: Manhole Table
Energy Grade
Line (Out)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic Grade
Line (In)
(ft)
Hydraulic Grade
Line (Out)
(ft)
Flow (Total
Out)
(cfs)
Elevation
(Invert)
(ft)
Bolted
Cover?
Elevation (Rim)
(ft)
Elevation
(Ground)
(ft)
Label
MH-1 80.98 80.98 False 75.31 1.00 77.94 77.96 77.98 77.97
MH-2 81.27 81.27 False 75.35 1.00 77.96 77.98 78.01 77.99
MH-3 80.77 80.77 False 75.60 1.00 78.02 78.04 78.06 78.04
MH-9 80.90 80.90 False 75.96 9.90 80.71 80.78 80.83 80.78
MH-10 82.35 82.35 False 76.34 2.20 80.83 80.86 80.91 80.88
MH-11 81.44 81.44 False 76.52 0.40 80.90 80.90 80.90 80.90
MH-13 86.04 86.04 False 76.91 3.40 81.09 81.16 81.28 81.21
MH-14 80.61 80.61 True 76.13 4.30 80.83 80.88 80.97 80.92
MH-15 80.85 80.85 True 76.29 4.30 80.93 80.99 81.02 81.02
MH-16 82.30 82.30 False 76.55 1.80 81.01 81.03 81.06 81.04
MH-17 86.04 86.04 False 77.24 2.50 81.16 81.19 81.26 81.22
MH-18 81.85 81.85 False 76.11 3.20 80.79 80.82 80.89 80.85
MH-19 81.53 81.53 False 77.17 1.60 81.13 81.18 81.24 81.19
MH-20 82.11 82.11 False 76.82 1.60 80.99 81.04 81.11 81.06
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FlexTable: Conduit Table
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade
Line (In)
(ft)
Velocity
(ft/s)
Capacity
(Full
Flow)
(cfs)
Flow
(cfs)
Manning's
n
Diam
eter
(in)
Section
Type
Slope
(Calcula
ted)
(ft/ft)
Length
(Unified)
(ft)
Invert
(Stop)
(ft)
Stop
Node
Invert
(Start)
(ft)
Label Start Node
P1 O-2 75.74 IN D1 75.76 6.3 -0.003 Circle 30.0 0.013 13.20 23.11 2.69 80.71 80.70
P2 IN D1 75.76 MH-9 75.96 38.2 -0.005 Circle 30.0 0.013 9.90 29.68 2.02 80.71 80.69
P3 MH-9 75.96 MH-14 76.13 33.0 -0.005 Circle 18.0 0.013 4.30 7.54 2.43 80.83 80.78
P4 MH-14 76.13 MH-15 76.29 33.0 -0.005 Circle 18.0 0.013 4.30 7.31 2.43 80.93 80.88
P5 MH-15 76.29 MH-17 77.24 190.4 -0.005 Circle 15.0 0.010 2.50 5.93 2.04 81.16 80.99
IN A1, 77.43 36.9 -0.005 Circle 15.0 0.013 2.50 4.64 2.04 81.25 81.19
P6 MH-17 77.24 A2
P7 MH-15 76.29 MH-16 76.55 51.6 -0.005 Circle 15.0 0.010 1.80 5.96 1.47 81.01 80.99
P8 MH-16 76.55 IN A3 76.68 25.0 -0.005 Circle 15.0 0.010 1.80 6.06 1.47 81.04 81.03
P9 MH-9 75.96 MH-13 76.91 190.4 -0.005 Circle 15.0 0.010 3.40 5.93 2.77 81.09 80.78
IN B1, 77.31 79.8 -0.005 Circle 15.0 0.013 3.40 4.57 2.77 81.38 81.16
P10 MH-13 76.91 B2
P11 MH-9 75.96 MH-10 76.34 75.9 -0.005 Circle 15.0 0.010 2.20 5.94 1.79 80.83 80.78
P12 MH-10 76.34 IN B3 76.39 10.1 -0.005 Circle 15.0 0.010 2.20 5.91 1.79 80.86 80.86
P13 IN B3 76.39 MH-11 76.52 25.6 -0.005 Circle 15.0 0.010 0.40 5.98 0.33 80.90 80.89
P14 MH-11 76.52 IN-B4 76.86 68.5 -0.005 Circle 15.0 0.010 0.40 5.91 0.33 80.90 80.90
P15 O-3 75.76 IN D2 75.79 6.3 -0.005 Circle 30.0 0.013 9.70 28.32 1.98 80.70 80.70
P16 IN D2 75.79 MH-18 76.11 65.2 -0.005 Circle 18.0 0.013 3.20 7.36 1.81 80.79 80.73
P17 POND OUT 75.64 MH-3 75.60 11.9 0.003 Circle 12.0 0.010 1.00 2.69 1.27 78.04 78.04
P18 MH-3 75.60 MH-2 75.35 73.0 0.003 Circle 12.0 0.010 1.00 2.71 1.27 78.02 77.98
FlexTable: Outfall Table
Energy Grade
Line
(ft)
Flow (Total Out)
(cfs)
Hydraulic Grade
(ft)
Elevation (User
Defined Tailwater)
(ft)
Elevation
(Invert)
(ft)
Set Rim to
Ground
Elevation?
Elevation
(Ground)
(ft)
Label
EX MH 79.40 True 74.90 77.90 77.90 1.00 77.90
O-2 80.70 True 75.74 80.70 80.70 13.20 80.70
O-3 80.70 True 75.76 80.70 80.70 9.70 80.70
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Engineering Profile - IN A1, A2 TO O-2 (Storm A and B.stsw)
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Storm A and B.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Profile Report
Engineering Profile - IN-C1 TO O-3 (Storm A and B.stsw)
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
2/2/2017
Bentley StormCAD V8i (SELECTseries 3)
Storm A and B.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Profile Report
Engineering Profile - IN-C2 TO O-3 (Storm A and B.stsw)
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
2/2/2017
Bentley StormCAD V8i (SELECTseries 3)
Storm A and B.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Profile Report
Engineering Profile - POND OUT TO EX MH (Storm A and B.stsw)
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
2/2/2017
Bentley StormCAD V8i (SELECTseries 3)
Storm A and B.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
D
APPENDIX D
WATER QUALITY & DETENTION POND
AND
LID INFORMATION
New Impervious Area 93,585 sf
Required Minimum Impervious Area to be Treated 46,793 sf
Treatment #1 ‐ Pervious Pavers 17,115 sf
Area to Treatment #1 (Basin D) 29,211 sf
Total Area Treated 46,326 sf
Actual % On‐Site Treated by LID 50 %
New Pavement Area 46,228 sf
Required Minimum Area of Pervious Pavement 11,557 sf
Area of Pervious Pavers Provided 17,115 sf
Actual % of Pervious Pavement Provided 37 %
Impervious Area to Pervious Pavers 29,211 sf
Total Pervious Pavement Area 17,115 sf
Ratio 1.7
50% On‐Site Treatment by LID Requirement
3:1 Ratio Requirement
LID Table
25% Porous Pavement Requirement
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
POND
Project Name: 3425 SOUTH SHIELDS SUBDIVISION
Project Number: 1285-045-00
Company: INTERWEST CONSULTING GROUP
Designer: ES
Date: 2/2/2017
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 65 %
i = 0.65
B) Contributing Watershed Area (Area) A = 2.72 acres
C) Water Quality Capture Volume (WQCV) WQCV = 0.254134 watershed inches
(WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) ) 60% of Vol.
D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.069124 ac-ft 0.041475 ac-ft
2. Outlet Works
A) Outlet Type (Check One) x Orifice Plate
Perforated Riser Pipe
Other:
B) Depth at Outlet Above Lowevst Perforations (H) H = 1.9 ft
C) Required Maxiumum Outlet Area per Row, (Ao) Ao = 0.12 square inches
(Figure EDB-3)
D) Perforation Dimensions (enter one only)
i) Circular Perforation Diamter OR D = 3/8 inches, OR
ii) 2" Height Rectangular Perforation Width W = inches
E) Number of Columns (nc, See Table 6a-1 for Maximum) nc = 1 number
F) Actual Design Outlet Area per Row (Ao) Ao = 0.11 square inches
G) Number of Rows (nr) nr = 6 number
H) Total outlet Area (Aot) Aot = 0.66 square inches
3. Trash Rack
A) Needed Open Area:
At = 0.5 * (Figure 7 Value) * Aot At = 22.44668 square inches
B) Type of Outlet Opening (Check One) x < 2" Diameter Round
2" High Rectangular
Other:
C) For 2", or Smaller, Round Opening (Ref: Figure 6a)
I) Width of Trash Rack and Concrete Opening (Wconc) Wconc = 3 inches
from Table 6a-1
ii) Height of Trash Rack Screen (HTR) HTR = 22 inches
= H - 2" for flange of top support
iii) Type of Screen Based on Depth H) x S.S. #93 VE Wire (US Filter)
Describe if "other" Other:
iv) Screen Opening Slot Dimension, x 0.139" (US Filter)
Describe if "other" Other:
v) Spacing of Support Rod (O.C.) 3/4 inches
Type and Size of Support rod (Ref: Table 6a-2) #156 VEE
vi) Type and size of Holding Frame (Ref: Table 6a-2) 3/8" x 1.0" flat bar
E
APPENDIX E
DETENTION INFORMATION
Interwest Consulting Group
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: 3524 Shields
PROJECT NO: 1285-045-00
COMPUTATIONS BY: ES
DATE: 2/2/2017
Equations: Area trib. to pond = 2.72 acre
Developed flow = QD = CIA C (100) = 0.89
Vol. In = Vi = T C I A = T QD Developed C A = 2.4 acre
Vol. Out = Vo =K QPO T Release rate, Q
PO = 1.00 cfs
storage = S = Vi - Vo K = 1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
Storm Rainfall QD Vol. In Vol. Out Storage Storage
Duration, T Intensity, I (cfs) Vi Vo S S
(min) (in/hr) (ft
3
) (ft
3
) (ft
3
) (ac-ft)
5 9.95 24.1 7226 300 6926 0.16
10 7.77 18.8 11281 600 10681 0.25
20 5.62 13.6 16328 1200 15128 0.35
30 4.47 10.8 19471 1800 17671 0.41
40 3.74 9.1 21729 2400 19329 0.44
50 3.23 7.8 23485 3000 20485 0.47
60 2.86 6.9 24922 3600 21322 0.49
70 2.57 6.2 26139 4200 21939 0.50
80 2.34 5.7 27195 4800 22395 0.51
90 2.15 5.2 28128 5400 22728 0.52
100 1.99 4.8 28966 6000 22966 0.53
110 1.86 4.5 29727 6600 23127 0.53
120 1.75 4.2 30424 7200 23224 0.53
130 1.65 4.0 31068 7800 23268 0.53
140 1.56 3.8 31666 8400 23266 0.53
150 1.48 3.6 32226 9000 23226 0.53
160 1.41 3.4 32752 9600 23152 0.53
170 1.35 3.3 33248 10200 23048 0.53
180 1.29 3.1 33718 10800 22918 0.53
190 1.24 3.0 34165 11400 22765 0.52
200 1.19 2.9 34591 12000 22591 0.52
210 1.15 2.8 34998 12600 22398 0.51
220 1.11 2.7 35387 13200 22187 0.51
230 1.07 2.6 35761 13800 21961 0.50
240 1.04 2.5 36121 14400 21721 0.50
250 1.00 2.4 36467 15000 21467 0.49
260 0.97 2.4 36801 15600 21201 0.49
Required Storage Volume: 23268 ft
3
0.53 acre-ft
2-2-17 Final Detention ES.xls,FAA-100yr
Proposed Paver Rock Volume - Stage/Storage
LOCATION: 3524 Shields
PROJECT NO: 1285-045-00
COMPUTATIONS BY: ES
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 2/2/2017
V = 1/3 d ( A + B + sqrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Surface Incremental Incremental Total Total
Stage Area Rock Volume 30% Void Volume Void Volume Void Volume
(ft) (ft2) (ft3) (ft3) (ft2) AC-Ft
5076.5 12900
5077.0 12900 6450 1935 1935 0.04
5077.5 12900 6450 1935 3870 0.09
5078.0 12900 6450 1935 5805 0.13
5078.5 12900 6450 1935 7740 0.18
5079.0 12900 6450 1935 9675 0.22
5079.4 12900 5160 1548 11223 0.26
5079.5 12900 1290 387 11610 0.27
5079.6 12900 1290 387 11997 0.28
5079.7 12900 1290 387 12384 0.28
5079.8 11500 1219 366 12750 0.29
5079.9 8300 986 296 13045 0.30
5080.0 7000 764 229 13275 0.30
5080.1 5800 639 192 13466 0.31
5080.2 4700 524 157 13624 0.31
5080.3 3700 419 126 13749 0.32
5080.4 2800 324 97 13847 0.32
5080.5 2200 249 75 13921 0.32
5080.6 1600 189 57 13978 0.32
5080.7 1200 140 42 14020 0.32
2-2-17 Final Detention ES.xls
Proposed Detention Pond - Stage/Storage
LOCATION: 3524 Shields
PROJECT NO: 1285-045-00
COMPUTATIONS BY: ES
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 2/2/2017
V = 1/3 d ( A + B + sqrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Surface Incremental Total Detention
Stage Area Storage Storage Storage
(ft) (ft2) (ac-ft) (ac-ft) (ac-ft)
5075.6 0
5076.0 650 0.00 0.00
5076.5 980 0.01 0.01
5077.0 1070 0.01 0.02
WQCV 5077.5 1170 0.01 0.04 0.00
5078.0 1270 0.01 0.05 0.01
5078.5 1370 0.02 0.07 0.03
5079.0 1480 0.02 0.08 0.05
5079.5 1730 0.02 0.10 0.06
5080.0 2240 0.02 0.12 0.09
5080.1 2350 0.01 0.13 0.09
5080.2 3250 0.01 0.13 0.10
5080.3 7710 0.01 0.15 0.11
5080.4 9620 0.02 0.17 0.13
5080.5 11480 0.02 0.19 0.15
5080.6 13330 0.03 0.22 0.18
100-yr WSEL- 5080.7 14960 0.03 0.25 0.22
REQUIRED DETENTION VOL = 0.53 AC-FT
WQCV (60% of total WQCV volume) = 0.04 AC-FT
TOTAL REQUIRED VOLUME = 0.57 AC-FT
PAVER VOLUME= 0.32 AC-FT
POND VOLUME= 0.22 AC-FT
PIPE VOLUME= 0.03 AC-FT
TOTAL PROVIDED VOLUME = 0.57 AC-FT
2-2-17 Final Detention ES.xls
POND
100-yr Event, Outlet Sizing
LOCATION: 3524 Shields
PROJECT NO: 1285-045-00
COMPUTATIONS BY: ES
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 2/2/2017
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = CoAo sqrt( 2g(h-Eo))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
Ao = effective area of the orifice (ft2)
Eo = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
Qo = 1.00 cfs
outlet pipe dia = D = 12.0 in
Invert elev. = 75.60 ft (inv. "D" on outlet structure)
Eo = 76.60 ft (downstream HGL for peak 100 yr flow - from FlowMaster)
h = 80.70 ft - 100 yr WSEL
Co = 0.65
solve for effective area of orifice using the orifice equation
Ao = 0.095 ft2
= 13.6 in2
orifice dia. = d = 4.17 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering )
d/ D = 0.35
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 4Q/(dv ) = 3.01E+05
Co = (K in figure) = 0.65 check
Use d = 4.25 in
A o = 0.099 ft 2 = 14.19 in 2
Qmax = 1.04 cfs
orifice - 100yr, 2-2-17 Final Detention ES.xls
F
APPENDIX F
SOILS INFO, FEMA FIRM
AND
REFERENCE MATERIALS
Hydrologic Soil Group—Larimer County Area, Colorado
(3425 S SHIELDS ST APARTMENTS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/26/2016
Page 1 of 4
4487690 4487710 4487730 4487750 4487770 4487790
4487690 4487710 4487730 4487750 4487770 4487790
491690 491710 491730 491750 491770 491790 491810 491830 491850 491870
491690 491710 491730 491750 491770 491790 491810 491830 491850 491870
40° 32' 27'' N
105° 5' 53'' W
40° 32' 27'' N
105° 5' 45'' W
40° 32' 23'' N
105° 5' 53'' W
40° 32' 23'' N
105° 5' 45'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 40 80 160 240
Feet
0 10 20 40 60
Meters
Map Scale: 1:882 if printed on A landscape (11" x 8.5") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loams, 0
to 3 percent slopes
B 2.2 66.0%
4 Altvan-Satanta loams, 3
to 9 percent slopes
B 0.1 2.3%
74 Nunn clay loam, 1 to 3
percent slopes
C 1.1 31.7%
Totals for Area of Interest 3.3 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Larimer County Area, Colorado 3425 S SHIELDS ST APARTMENTS
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/26/2016
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado 3425 S SHIELDS ST APARTMENTS
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/26/2016
Page 4 of 4
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& ❴ ❴ ✈ ❵ ❛ ❛
✁
✂ ✒ ☞ ☞ ✄ ✝ ✝ ✑ ☎ ☛ ☛ ✎ ✖ ✕ ✖ ✕ ✆ ✚ ✏ ✏ ✌ ☞ ✝ ✏ ✛ ✏ ✝ ✞ ☛ ✎ ✏ ✎ ✟ ✎ ✑ ✌ ☞ ✠ ✑ ✝ ☛ ✞ ✕ ✕ ✝ ✝ ✌ ✌ ✡ ✗ ✞ ✗ ☛ ☛ ☛ ✌ ☞ ✗ ✌ ✟ ✘ ☛ ☞ ✠ ✞ ✌ ✝ ✖ ✍ ✒ ✟ ✘ ✏ ✟ ✕ ✎ ✝ ✕ ✍ ☛ ✑ ✝ ✞ ✞ ☛ ✒ ✞ ☛ ✖ ✎ ✎
✆ ✑ ✝ ✌ ✏ ✏ ✕ ✎ ✌ ✌ ✕ ✙ ☛ ✟ ✘ ✚ ☞ ✍ ☛ ✝ ✠ ✑ ☛ ✍ ✕ ✟ ✝ ✕ ✎ ✕ ✏ ☞ ✍ ✑ ✏ ✟ ☛ ✒ ✎ ✎ ✄ ✖ ✌ ✓ ✑ ✑ ✏ ✒ ✓ ✌ ✞ ✌ ✟ ✕ ✟ ✟ ✍ ✙ ✔ ☞ ☛ ✞ ✄ ✒ ✑ ☛ ✚ ✎ ✝ ✖ ✜ ✕ ✏ ✕ ✕ ✗ ✕ ☛ ☛ ☞ ✞ ✝ ✞ ☛ ✒ ☛ ✎ ✕ ✎ ✌ ✕
✝ ✏ ✕ ☞ ✕ ✞ ✕ ✏ ✝ ☛ ☞ ✓ ✎ ✝ ✌ ☛ ✑ ✌ ✕ ✗ ✄ ✕ ✝ ✏ ✟ ☞ ✑ ✑ ✏ ☛ ☛ ☛ ✖ ✎ ✑ ✌ ✘ ✝ ✒ ☛ ✎ ☞ ✑ ☛ ✏ ✌ ✕ ✗ ✖ ✏ ☛ ☛ ✕ ✖ ✝ ✘ ✞ ✞ ✏ ✎ ✝ ✖ ✘ ☛ ✜ ✝ ✑ ✟ ✏ ✑ ✧ ✄ ☛ ✎ ✖ ✍ ☛ ✓ ✍ ✢ ✟ ✒ ✎ ✣ ✑ ✖ ✌ ✤ ✄ ✑ ✥
✒ ✦ ☛ ✞ ✔ ✄ ✕ ✜ ✟ ✟ ☞ ✑ ✟ ☛ ☛ ✄ ✖ ✍ ✌ ☛ ✙ ✝ ✘ ✢ ✎ ☛ ✣ ✑ ✌ ✗ ✤ ✓ ☛ ✥ ✒ ✟ ✥ ☞ ✑ ✍ ✌ ✌ ✏ ✒ ✑ ✄ ✟ ✌ ☛ ✑ ✍
7DEOH52
5DWLRQDO0HWKRG0LQRU6WRUP5XQRII&✾ ✸ ❀ ✸ ✹ ✹ ✹ ✹ ★ ❁ ✺ ❀ ✿ ✩ ❅ ✹ ✪ ❆ ❂ ✫ ❃ ✬ ✹ ❇ ✭ ✮ ✹ ✯ ❀ ✭ ✰ ✱ ✰ ✲ ✳ ✬ ✩ ✴ ✰ ✬ ✵ ✰ ✱ ✭ ✱ ✶ RHIILFLHQWVIRU=✷ ✰ ✩ ✻ ✲ ✻ ✻ ✻ ✲ ✼ RQLQJ&❄ ✼ ✼ ✼ ✭
✽ ✽ ❈ ✫ ❄ ✭ ✩ ✱ ✯ ODVVLILFDWLRQV
❆ ❁ ❉ ❋ ✹ ✹ ❇ ● ❁ ❇ ✸ ❍ ✹ ❃ ✹ ✹ ❉ ✹ ❆ ■ ❇ ▼ ● ✹ ✹ ❅ ● ❆ ✸ ❆ ❏ ❅ ❅ ✹ ❇ ❇ ❇ ✹ ✹ ✹ ❇ ❇ ❁ ❅ ✹ ✸ ❇ ❅ ✹ ❇ ❀ ✹ ❆ ❅ ❆ ✹ ❇ ❅ ❇ ✹ ❑ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ❈ ▲ ▲ ✼ ❊ ❄ ❄ ❄
❂ ❃ ❖ ❋ ▼ ◆ ❇ ✿ ● ✹ ❅ ✹ P ❑ ❇ ◗ ❇ ❍ ❘ ❙ ❏ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ✼ ▲ ▲ ▲ ❚ ❄ ❄ ❄ ❄
✺ ❱ ◗ ❭ ❋ ❍ ❖ ❘ ❃ ❪ ■ ◗ ■ ❭ ❘ ◗ ❖ ❍ ❃ ❭ ❫ ❱ ❃ ❍ ❃ ❭ ❖ ❍ ● P ◗ ❍ ❪ P ● ❘ ❃ ✾ ❖ ❃ ❪ ❖ ❙ ❂ ✸ ❩ ❘ ■ ✹ ● ✹ ❯ ❬ ❇ ● ■ ❍ ✹ ❅ ❴ ❙ ❀ ❱ ❍ ❳ ❪ ❲ ❘ ■ P ❖ ❍ ❱ ❏ ❃ ● ❱ ❴ ● ❋ ❪ ❵ ❖ ❍ ● P ◗ ❍ ❪ P ●
❲ ❙ ■ ❘ ● ■ ◗ ■ ❴ ■ ◗ P ❱ ❛ ◗ P ❍ ❪ ✻ ✻ ❙ ✻ ■ ✼ ✼ ▲ ❨ ✼ ❨ ✺ ❄ ❄ ❱ ❋ ◗ ❱ ❴ P ❵ ■ ❇ ❍ P ❜ ❀ ❘ ❃ ❖ ✾ ● ■ ❇ ❱ ❖ ■ ❅ ❘ ● ❘ ❝ ■ ❃ ❖ ■ ❖ ✼
7DEOH52
5DWLRQDO0HWKRG5XQRII&❑ P ◗ ■ ❛ ❇ ✐ ■ ✷ ❱ P ● ◗ ❞ ● ❲ ❘ ❃ ❅ ✴ ❯ ❵ ❪ ❲ ✬ ■ ❘ ◗ ✴ ❘ ❙ ■ ❙ ✫ ◗ P P ❤ ■ ✯ ✩ ❍ ❃ ✬ ❭ ✰ ✲ ❙ ❱ ❡ P ❢ ● ❅ ✬ ✲ ❖ ✴ ◗ ❍ ✫ ❯ RHIILFLHQWVIRU&✩ ■ ● ❏ ❣ ❢ ✱ ✰ ✲
✲ RPSRVLWH$✻ ✻ ✷ ✻ ✼ ✼ ▲ ▲ ✼ ✰ ❄ ❄ ❄ ✩ ✲ ✲ ✭ ✫ ✭ ✩ ✱ QDO\✯ VLV
❀ ❘ ❥ ✸ ✸ ✺ ❛ ❃ ❙ ❱ ■ ❯ ❘ ● ❪ ❱ ■ P ❅ ❜ ◗ ❴ ❦ ● ❘ ● ❪ ❘ ❨ ❭ ❙ ❃ ■ ❧ ■ ❖ ❖ ❜ ❨ ❘ P ● ● ❱ ❲ ❱ ❍ ❵ ❊ ❙ ❘ ❏ ❧ ❙ P ✻ ✻ ✻ ✻ ✼ ✼ ▲ ♠ ✼ ✼ ♠ ❚ ❄ ❄
❀ ❘ ❥ ❑ ✺ ❛ ❑ ❃ P ❙ P ❯ ❘ ■ ■ ● ■ ■ P ■ ❅ ❲ ❲ ◗ ❦ ❵ ❘ ■ ❨ ❭ ♥ ♥ ❘ ❧ ■ ❊ ❊ ❯ ❧ ❧ ❜ ❨ P ● ❱ ❱ ❍ ❊ ❙ ❏ ❧ ✻ ✻ ✻ ✻ ✼ ✼ ❨ ✽ ✼ ✼ ❨ ❨ ❄ ❄
✂ ♦ ☎ ♣ ✎ ☛ q r s t ✉ ✈ ✇ ① ② ③ ④ ✏ ✑ ✟ ✖ ✖ ☛ ✖ ✔ ✌ ✝ ✞ ☛ ✟ ✖ ✟ ✑ ✕ ✝ ✍ ✍ ✝ q ✑ ⑤
✁
✟ ✜ ✂ &✠ ✗ ✄ RPSRVLWH5XQRII&☎ ☎ ✟ ✆ ✒ ✝ ✒ ✓ ✓ ☎ ✞ ✔ ✔ ✟ ✕ ✕ ✠ ✓ ✓ ✡ ✠ ✠ ☛ ✆ ✆ ✎ ✎ ☞ ✟ ✟ ☛ ✄ ☎ ✄ ✡ ✡ ✠ ✝ ✆ ✝ ✝ ✓ ✓ ✠ ✌ ✌ ✌ ✌ ☎ RHIILFLHQW ✄ ✒ ✒ ✟ ✓ ✓ ✟ ✟ ✌ ✄ ✌ ✌ ✟ ✌ ✌ ✆ ✆ ✍ ✒
✒ ✡ ✆ ✆ ✟ ✟ ✟ ✝ ✝ ✝ ✎ ✎ ✎ ✏ ✔ ✆ ✑ ✠ ✡ ✒ ✓ ✠ ✓ ☛ ✎ ✔ ✎ ☛ ☎ ✕ ✆ ✟ ✝ ✓ ✒ ✟ ✠ ☎ ✖ ✟ ✏ ✖ ✒ ✡ ✡ ✠ ✓ ✏ ✆ ✌ ☎ ✝ ✎ ✏ ✞ ✟ ☎ ✖ ✝ ✎ ✗ ✖ ✌ ✟ ✓ ✎ ✄ ✌ ✗ ✓ ☎ ☎ ✏ ✎ ✝ ✏ ✓ ✗ ✑ ✢ ☎ ✞ ✠ ✆ ✆ ✝ ✛ ✔ ✞ ✟ ✡
✝ ✌ ✏ ✓ ✎ ✖ ✆ ✄ ✕ ✄ ✔ ☎ ✏ ✟ ✆ ✡ ✝ ✏ ✠ ☎ ☎ ✡ ✞ ✣ ✄ ✟ ✌ ☎ ✠ ✒ ✡ ✟ ☛ ✠ ☞ ☛ ✓ ☎ ✄ ✠ ✘ ✆ ✝ ✓ ✙ ✝ ✆ ✝ ✞ ✒ ✏ ☎ ✠ ✠ ✆ ✌ ✆ ✒ ☎ ✎ ✆ ✓ ✝ ✠ ✙ ✚ ✝ ✠ ✡ ✒ ✗ ✒ ☎ ✠ ☞
✦ ✥ ( ✦ ✤ ✦ )
★ ∑ ★ ✧ ✧
✰ ✗ = ✟ ✄ ✟ = ✩ ✣ ✪ ✫ ✬ ✭ ☞ ✮ ✯
✵ ✱ ✝ ✱ ✳ ✳ ✲ ✲ ✲ ✲ ✸ ✱ ✬ ✵ ✡ ✓ ✡ ✄ ✔ ✔ ✟ ✝ ☎ ☛ ✓ ✕ ✟ ✌ ✓ ✓ ✌ ✄ ✌ ✠ ✱ ✆ ✓ ✴ ✎ ✌ ✟ ✓ ✡ ✟ ✖ ✄ ✬ ✌ ✌ ✆ ✌ ☎ ✌ ✡ ✆ ✌ ✒ ✝ ✒ ✟ ✟ ✓ ✆ ✄ ✟ ✟ ✌ ✢ ✝ ✌ ✝ ✎ ✆ ✎ ✱ ✎ ✌ ✗ ✠ ✓ ✓ ✡ ✟ ✄ ✬ ✄ ✌ ✌ ✴ ✡ ✌
☎ ✆ ✕ ✝ ✒ ✒ ✟ ✓ ✟ ✆ ✒ ✟ ✌ ✠ ✌ ✆ ✝ ✌ ✎ ✎ ✱ ✓ ✆ ✒ ✓ ☛ ✵ ✟ ✟ ✌ ✄ ✌ ✒ ✟ ✆ ✓ ☎ ✒ ✝ ✆ ✫ ✟ ✠ ✵ ✝ ✆ ✖ ✎ ✳ ✯ ✟ ✓ ✄ ✌ ✟ ✖ ✱ ✳ ✶ ☎ ✒ ✄ ✟ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷
✫ ✺ ✯ ✵ ✵ ✹ ✝ ✲ ✟ ✢ ✜ ✓ ✻ ✎ ✼ ☎ ✽ ✏ ✾ ✵ ✿ ❀ ✄ ❁ ✟ ☎ ❂ ✓ ❃ ❄ ✛ ❅ ✟ ✄ ✆ ✠ ✢ ☎ ✗ ✖ ✆ ✖ ✒ ✟ ✗ ✖ ✱ ✶ ✎ ✆ ✓ ✠ ✄ ☎ ✟ ✕ ☎ ✕ ✖ ✏ ✆ ☎ ✒ ✠ ☎ ☛ ✌ ✓ ✏ ✟ ✏ ✏ ✶ ✓ ☎ ✢ ✒ ✄ ✠ ✟ ✣ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷
✎ ✠ ✄ ✜ ✜QIUHTXHQW6WRUPV 5XQRII&✄ ✡ ✎ ☎ ✗ ✗ ✓ ✝ ✎ ✟ ✟ ✄ ✓ ✆ ✔ ✠ ✓ ✄ ✌ ✟ ✝ ✌ ✡ ✠ ✙ ✶ ✌ ✝ ✢ ✄ ✓ ✖ ✜ ✟ ✆ ✌ ✟ ✍ ✗ ✎ RHIILFLHQW$✌ ✕ ✗ ✡ ✆ ✒ ✄ ✠ ✟ ✟ ✗ ✓ ✝ ☎ ✠ ✆ ✟ ✒ ✖ ✞ ✠ ✌ ❊ ✑ ✆
✗ ✌ ✓ ✡ ✆ ✟ ☎ ✒ ✝ ✠ ✄ ✖ ✆ ✎ ✟ ✔ ❊ ✄ ✆ ✝ ✝ ✟ ✡ ✟ ✎ ✎ ✎ ✠ ✟ ✟ ✠ ✝ GMXVWPHQWIRU,✎ ✔ ✝ ✝ ✎ ✕ ✎ ✠ ✆ ✄ ✟ ✆ ✆ ✠ ✓ ✓ ✎ ✝ ✆ ☎ ✝ ✛ ✎ ✟ ✕ ✶ ✆ ✠ ✌ ✖ ✕ ✶ ☎ ✟ ✟ ✏ ✒ ☎ ✛ ✆ ✖ ✎ ✝ ✟ ☎ ✓ ✖ ✕ ✆ ✄ ☎ ✝
✓ ✠ ✖ ✎ ✓ ☞ ✎ ❊ ☎ ✎ ☎ ✡ ✄ ✄ ✎ ☛ ☎ ✟ ✠ ✗ ✏ ✎ ✝ ✟ ✟ ✔ ✌ ✠ ✓ ✠ ✒ ✕ ✟ ✡ ✓ ✬ ✆ ✝ ✝ ✄ ✔ ✭ ✎ ☎ ✖ ✎ ✓ ✕ ☞ ✆ ✆ ✓ ✌ ✓ ❆ ✝ ✝ ❇ ✠ ✎ ✜ ✗ ✆ ✎ ☎ ☎ ✟ ✟ ☎ ✝ ✝ ☛ ✄ ✄ ✖ ✖ ✡ ✏ ✡ ✟ ✝ ✬ ✝ ✓ ✬ ✓ ✓ ✎ ✭ ✗ ✌
✌ ✭ ✌ ✌ ✟ ☞ ❆ ☞ ✄ ✒ ✒ ❆ ❆ ✓ ✓ ✏ ❈ ✓ ✟ ✟ ☎ ✙ ✠ ✌ ✌ ✄ ✌ ✠ ✌ ✟ ✆ ✆ ✟ ✒ ✒ ☎ ✠ ✆ ✆ ✟ ✕ ✟ ✎ ✝ ✕ ✝ ✗ ✎ ✄ ✎ ☎ ✙ ✓ ✎ ✆ ✠ ✕ ✗ ✄ ✄ ☎ ✆ ✟ ☎ ✛ ✍ ✎ ✟ ✟ ✡ ✆ ☎ ✌ ✄ ✓ ✟ ✕ ✄ ✖ ✄ ✡ ✓ ✖ ✠ ✕ ✡ ✟ ✓ ✟ ✢ ✄
✎ ✎ ✓ ✆ ✆ ✓ ✎ ✗ ✎ ✝ ✗ ☎ ✎ ✟ ✗ ✏ ✏ ✟ ✏ ✑ ✟ ❈ ✠ ✠ ✠ ☞ ✔ ✟ ✑ ✝ ✟ ☎ ✆ ☎ ✏ ✝ ✏ ✄ ✟ ✞ ✄ ✠ ✎ ☎ ✟ ✓ ✔ ✌ ✄ ✌ ✔ ✓ ✟ ✡ ✒ ✟ ✎ ✝ ✛ ✎ ✓ ✟ ✓ ✝ ✝ ✌ ✎ ✠ ✙ ✆ ✎ ✝ ✓ ❉ ✌ ✄ ✆ ✓ ✔ ✏ ☞ ✄
7DEOH52
❋ 5DWLRQDO0HWKRG5XQRII&● ❍ ■ ❏ ❑ ▲ ● ❜ ▼ ❴ ❭ ❭ ❴ ■ ❴ ❝ ◆ ❪ ❪ ❪ ❪ ❫ ❫ ❫ ❫ ❖ ❴ ❴ ▲ ❭ ❜ ❵ ❵ ■ ❜ ❵ ❵ P ❍ ◗ ❘ ❙ ▲ ❚ ■ ❯ ❱ RHIILFLHQWVIRU&❲ ■ ▲ ❳ ▼ RPSRVLWH$▲ ◆ ❴ ❴ ❴ ❴ ❨ ❙ ❛ ❛ ❛ ❛ ❵
❴ ❭ ❭ ❲ ❵ ❵ ❵ ❜ ❚ ❨ ● ❍ QDO\■ ❩ ❬ VLV
1RWH❞ ❡ ❢ ❣ ❤ ✐ ❫ ❥ ❦ ❧ ❪ ❫ ♠ ♥ ❪ ♦ ♣ ❣ q ♥ r ❧ s t t ❫ ❪ ❣ ✉ ❧ ❣ ❣ ❥ ❪ ❢ ❣ ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ① ♦ t ❪
❢ ❣ ❧ s q ❣ q ② ❢ ❣ ✐ ❣ ♦ ❪ ❥ ❫ ❣ q ③ s ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ♣ ❦ q ❪ ④
✫ ✫ ⑦ ⑤ ✯ ✯ ✻ ✻ ✼ ✼ ✽ ✽ ✾ ✾ ✿ ✿ ❀ ❀ ❁ ❁ ⑥ ⑥ ❃ ❃ ❂ ❄ ✆ ✆ ✠ ✠ ✖ ✖ ✟ ✟ ✏ ✏ ✟ ✟ ✎ ✎ ✟ ✟ ✖ ✖ ✆ ✆ ✝ ✝ ✆ ✆ ✎ ✎ ✠ ✠ ✟ ✟ ✝ ✝ ✎ ✎ ✆ ✆ ✄ ✄ ✟ ✟ ✎ ✎ ✑ ✑ ✙ ✙ ❣ ❦ q ❣ ❥ ❛
✫ ✫ ⑧ ✮ ✯ ✯ ✻ ✵ ✼ ✽ ✝ ✾ ✟ ✿ ✢ ❀ ❁ ✻ ⑥ ✼ ❃ ✽ ⑥ ✾ ✿ ✆ ❀ ✠ ❁ ✖ ⑨ ✟ ❃ ✏ ⑥ ✟ ✎ ✟ ✆ ✠ ✖ ☎ ✆ ✖ ✝ ✖ ✆ ✟ ✎ ✠ ✖ ✶ ✟ ✎ ✝ ✓ ✎ ✆ ✄ ✄ ✟ ✟ ☎ ✎ ✑ ✖ ✙ ☎ ✠ ✌ ✓ ✏ ✏ ✓ ✢ ✠ ✣
✫ ✴ ✫ ✎ ✟ &✗ ☎ ☛ ✄ ✎ RPSXWHU0RGHOLQJ3UDFWLFHV ✟ ✯ ✠ ✓ ✯ ❸ ✄ ✕ ✔ ❉ ✬ ✗ ✓ ✢ ✟ ✑ ✄ ✌ ⑩ ✠ ☎ ✟ ✆ ✒ ✎ ✒ ✄ ☎ ✟ ✆ ☎ ✝ ✎ ✄ ✄ ✏ ✓ ✒ ✡ ⑩ ✒ ✡ ☎ ✎ ✗ ✔ ✗ ✏ ☎ ☎ ✟ ✝ ✠ ✄ ✎ ☎ ☎ ✴ ☎ ✒ ✞ ✰ ✝ ✒
✎ ✟ ✟ ✒ ☎ ✔ ⑩ ✄ ✟ ✝ ✆ ✠ ✟ ✠ ⑩ ✎ ✝ ✆ ✄ ✒ ✎ ✟ ✠ ❷ ✍ ☛ ⑩ ✡ ✓ ✟ ✠ ✆ ✓ ✌ ✟ ✄ ✖ ✄ ✆ ✎ ✠ ✝ ✗ ✟ ❸ ✞ ✟ ✏ ✌ ⑩ ✓ ✫ ✠ ✒ ✴ ✡ ✆ ☎ ✓ ✎ ✰ ✝ ✟ ✝ ✔ ✖ ✙ ✡ ⑩ ✕ ☎ ✏ ✡ ⑩ ✎ ✌ ✟ ✓ ✓ ✯ ✄ ✄ ✙ ✝ ✔ ☎ ❶ ✕ ✓ ✕ ☎
✖ ✄ ✠ ✎ ✟ ✓ ✗ ✆ ✏ ✝ ✕ ✟ ✆ ✝ ✄ ☎ ✆ ✞ ☎ ✝ ✶ ✎ ✖ ✟ ✎ ❹ ✗ ✒ ✔ ✝ ✟ ✓ ✛ ✓ ✝ ✖ ✆ ✖ ✛ ✄ ✟ ✟ ✓ ✟ ✠ ✏ ✝ ✑ ✆ ✆ ✝ ✞ ✔ ☎ ✞ ✝ ✝ ✟ ✒ ✝ ✔ ✠ ✟ ✎ ✎ ☎ ✟ ✓ ✟ ✏ ✎ ✄ ✏ ✗ ✔ ✟ ✓ ✔ ✖ ✗ ✟ ✓ ❺ ✑ ✝ ✏ ✄ ✓ ✖ ✎ ✓
✞ ✄ ✎ ✕ ✓ ✟ ✑ ☎ ✞ ✒ ✶ ✄ ✎ ✄ ☎ ✕ ✆ ☎ ✓ ✔ ✄ ✕ ☎ ✝ ✗ ✟ ✒ ✎ ✠ ✎ ✟ ✆ ✒ ✄ ✔ ✠ ✟ ✵ ✠ ✡ ✔ ✞ ✠ ☎ ✎ ✡ ✟ ✝ ✝ ✠ ✖ ☛ ✎ ✒ ✟ ✑ ✖ ☛ ✟ ✖ ✟ ✛ ✟ ✒ ✟ ✎ ✟ ✓ ✏ ✫ ✓ ✄ ✔ ❹ ✔ ✕ ❺ ✕ ✔ ✆ ✵ ✡ ✝ ✟ ✎ ✟ ✯ ✟ ✝ ✖ ✖
✎ ✙ ✡ ☛ ✠ ✜ ☎ ✢ ✆ ✠ ✗ ✝ ✟ ✟ ✟ ✞ ☛ ✖ ❷ ✠ ✎ ✆ ✓ ✗ ✎ ✠ ✝ ✟ ✟ ☞
✫ ✱ ✫ ✗ ✒ ✆ ✎ ✯ ✎ ✎ ✑ ✕ ✣ ✚ ✒ ❻ ✎ ❻ ✄ ✢ ✆ ✆ ✠ ✎ ✢ ✟ ✎ ✄ ✢ ✗ ✆ ☎ ✟ ✙ ✟ ☎ ✕ ✄ ✝ ✟ ☎ ✖ ✠ ✙ ✞ ✕ ✄ ✓ ✓ ✟ ✛ ✝ ✞ ❻ ✠ ✟ ✡ ✆ ✖ ✏ ☛ ☎ ✝ ✆ ✎ ✝ ✏ ✆ ✆ ✄ ✓ ✎ ✔ ✑ ✝ ✠ ✄ ✓ ✏ ✙ ❻ ✌ ✔ ✎ ✓ ✗ ✖ ✟ ✟ ✏ ✖
✠ ✟ ❻ ✠ ✠ ✢ ✆ ✞ ✔ ✝ ✔ ✟ ❻ ✝ ✆ ✝ ✞ ✖ ✆ ✝ ✟ ✟ ❼ ✟ ✙ ✗ ✄ ✎ ✔ ✎ ✓ ✯ ✙ ✛ ✟ ✄ ✆ ✌ ✑ ✎ ✗ ☎ ✎ ☎ ✏ ✏ ✓ ✌ ✎ ✗ ✟ ✔ ✓ ✖ ✟ ✏ ✠ ✡ ✠ ✟ ✖ ✆ ✝ ✎ ✗ ✟ ✖ ✟ ✠ ✆ ✞ ✝ ✔ ✟ ✟ ✎ ☎ ✏ ✏ ✒ ✡ ✄ ✄ ✟ ✝ ✎
❜ ✇ P ❝ ◗ ❞ r ❘ ❡ ♦ ❙ ❢ ① ❚ ❣ ❤ ❯ ❜ ✐ ❝ ❱ ❥ ❞ ❲ ❦ ❡ ❳ ❢ ❧ ❣ ♠ ❨ ❤ ♥ ❩ ❬ ✐ ♦ ❥ ♣ ❭ ✐ ♦ ❯ q ❪ ♦ ❧ ♠ ♥ ❫ ② ±5XQRII ❧ ♥ r ♥ ❧ ♦ q ♠ ♥ ③ ♦ q r ④ q ❧ s s ♦ ♦ ② q t ♥ ✉ ② ♠ ⑤ ④ ♣ ♣ ④
① ♠ ⑥
❴ ❽ ⑩ ❴ r 5XQRII0HWKRGRORJLHV ② ❹ ② q ♦ ❛ ④ ❛ q q ❧ s ④ ⑧ ⑩ ⑦ ⑦ ④ r ⑧ ⑧ ① ♥ ④ ♦ ♦ ④ ② ⑤ s ♣ q ❻ ♦ ④ q ♦ ⑧ ② ❶ s ② ♦ q t s ❧ ❼ ④ ♦ ② q ❷ r ④ ② q ❷ ② ① r ⑨ ♣ s ② ④ ④ ♠ ❼ ❶ ♦ ❷ ♦
s s ♦ ⑨ ⑩ ⑨ ❧ q ② r r ⑧ ♦ q ④ ♥ ④ ♦ r ⑤ ♦ ♥ q ⑤ s s ⑨ ⑩ ❼ ♥ ♥ r ♦ ❧ ② ④ ④ ⑤ q t ⑤ ⑤ ♦ ♥ ⑤ ♦ s ④ ♦ s ⑩ ⑩ ♣ ♦ r r ❧ ♣ ♦ ❴ r t q ❽ q ② ⑧ ❿ ❾ ❹ q ④ ❧ ❧ ♦ ④ s ♥ ❼ ❿ r ⑨ ④ ⑨ ♠ ♣ ❼ ⑩ ④ ⑩ ♦
❶ ♥ ❛ ♠ ♦ t ✉ q q q ② ⑧ ④ q r ④ ④ ⑦ ♥ ❿ ♥ ⑧ ⑨ ♦ ♦ ④ ♦ ♠ q ♠ ♦ ♣ ✉ ♦ ④ s ❺ ✉ ❶ ⑩ ➀ ❧ ❧ q ② ❧ ♦ t r s ♠ ♣ ♦ t ❧ q ♠ ⑧ q ⑧ ❿ ② q ♦ ④ q ⑧ r ♦ s ② ⑨ q s ② ♥ r ♦ ❿ ♦ ④ q ② q ⑤ ♦ ① ❷ ⑤ s ❷
⑤ ❧ ⑩ q s s ⑧ ④ ④ ❧ r ⑩ ❸ q ❧ ⑧ ♦ r ♥ ♦ ♥ ❶ s ❺ ❹ ② ② ❧ t ❧ ⑨ r q t q ② q ⑧ ⑧ ❶ ❧ ④ ♦ ♦ ♠ s ❧ ♦ ❹ ❺ q r t ② ❧ ❿ q ♠ t ❧ ① ④ r ③ ⑨ ❧ ♠ q q s ⑧ ⑧ ② q ⑧ ♦ ❶ ② s ♦ ♦ ❻ q ♥ ♠ ② ② ❷ ⑤ s q
♦ ④ ❧ ♦ ④ ❿ s ♣ r q ♦ q ② ⑧ ♠ q ♣ ④ ♠ ♦ ❼ q q q ⑧ ❧ ⑧ ⑩ ② ♦ ♦ r q ♦ ⑧ ② ♣ r ④ t ❷ ❧ ♥ r ❷ ♥ ♦ s ② ♦ ④ q r q t ❷ ♦ ♥ s s ❴ ❧ ⑩ ➂ q ② ⑧ ➃ q ❧ ♦ ♦ ❛ ➁
❴ ➇ ❛ ② ❴ ❴ q ✇ ⑧ ➂ ❿ ❿ ♦ ❛ ➃ s r ♦ ❛ ❽ ♦ ♠ ✇ ① ② q ④ ❿ ❧ ♣ r ♣ s s ❜ ♦ ⑩ ❝ s ♠ ♠ ⑨ ❞ ❧ ➄ ➅ ④ r ❡ ❢ ♦ s ④ ❣ s ✉ ② ⑤ ❤ ⑩ ⑤ ❧ r ⑦ ➈ ④ ❿ ② ❥ ⑧ s ② ➉ ❶ ♦ ♦ ♣ ✉ ❿ ♦ ❧ ⑨ ❽ ♠ ❻ ♣ q ② ② ④ ♦
♥ q s ❷ ❧ ♥ ⑩ ④ ④ ♦ r s ① ♥ q ♠ ③ ② ② ⑩ q q r ④ ♦ ♥ ② s s ♥ ② ♦ ❼ ♦ ♣ ② ♣ ♥ ② ❧ ♠ r r q ② ④ ② ♠ q ❶ s ⑧ ⑤ ⑩ ♦ ♦ ④ ⑩ ♣ ♥ ♥ ♣ ♦ ④ ♦ s r ② ① ♠ q ❧ ❧ ❶ ♠ r ❼ ⑥ r ② ❶ ④ ④ ♦ ♥ ⑤ ⑤ ♦ ❹ ② ♣
❿ ④ ❴ ❧ q ❽ ♣ ⑧ ❧ ❾ q ❧ ✈ ♦ ➁ ❼ ♠ t ♥ ♦ ❼ ② ♦ s ♠ ❛ ❧ ② ❶ ⑩ r r ⑨ ♥ ♦ ♠ ♥ q ❵ ⑩ ➃ ❹ ➃ ♦ ⑨ ➁ ♠ t ⑨ q ♦ ♠ ❹ ♦ ② ♦ ♥ s ♠ ♥ q ⑧ ④ s ④ ② ⑩ ❧ ① r ④ r ② ❶ ♥ ④ ♦ ♦ r ♣ ♠ ❽ ♥ t s q ♠ ④ ② q ♦
❧ s r ⑩ ⑩ ② ♠ ❶ ➅ ♦ ⑩ s ② ❹ ⑨ ❧ ② r ♠ ♠ q ② ❧ ❶ r ❹ ♦ ♦ ② ➆ s ❧ ♦ r ♣ ② ② ❿ r ♠ ♣ ⑨ ♠ ④ ♥ ✉ ⑤ ♦ ♥ r ❧ ① r ♦ ❧ q q t ⑧
⑨ ❴ q s 5DWLRQDO0HWKRG5XQRII&❧ ② ⑨ ⑩ ④ ❛ r r ♦ ④ ♠ ♠ ⑦ ⑤ ⑤ ④ ⑧ ⑤ s ❿ ④ ♦ ④ s q ⑧ ♦ s ② ⑨ ♦ ⑤ r ⑤ r ❧ q ④ ❿ t ➋ ⑤ ❧ ❷ ♦ ⑤ ❸ ♦ r ♦ ❿ ♠ q s ④ ♠ ④ ② ♦ ⑤ ♣ ⑤ ⑤ ♣ ④ ⑤ ♠ s ❧ ➅ ⑨ ❿ ❿
s ❧ s ④ ⑤ ♦ ② ② r ⑩ ❧ ❿ r q ♦ ♠ ⑩ ② ♠ ❶ RHIILFLHQWV q ④ ♦ ④ ④ r r ➆ ❹ q t q ♦ ♣ ⑧ ② ❷ r ♦ ⑨ ♦ ♠ ♠ ♥ ❴ ♦ ➋ s ④ ♥ ② ⑤ ➅ ❧ ❧ r ➄ r ➆ ② ④ ❛ ❶ r q ⑧ ♦ ❧ ♠ ♦ r ⑨ ② ❶ ❹ ❻ s ⑩ ♦ ❿ ② ② ♣ ❧ q
② ✉ q ❧ ♠ q ④ ② ♠ ➊ r ♣ ❧ ④ ③ ② ⑤ ❧ ♣ r ❧ ❿ ⑤ ❧ ❼ ② r q q ❶ ❧ ⑧ ♦ ④ ♦ q ❿ r ⑧ ♣ ♠ q ④ ② t ♥ ♠ ❧ ❷ r ♠ ♦ ❧ ❿ q ⑤ ♠ ② ⑧ ❧ ❿ r ♦ ④ ② ⑤ ❿ ❹ q ❧ ❧ ♠ ♦ ④ q ⑨ t r ♥ s ♠ ⑤ ④ ♦ ② ⑤ q ⑩ ❿ ♦ ➍
♦ s ② ⑩ ④ ♠ t s ❧ ② q ❹ r s ❺ ♦ ♦ ♦ ♥ ④ ⑨ r ♣ ♠ ❹ ♣ ④ ♦ ❧ ② q r ♥ ♠ ♠ ➌ ♦ q ✉ r ④ ♥ ④ ♦ ④ ① ♠ r q r ❧ ✉ ⑩ ♦ ❧ ② q ⑦ ⑧ q ♦ ♦ ② ❹ s ⑤ ♣ ♣ ➄ ♦ ④ ④ ① ❻ r ❧ ➋ s r ② ❶ ➁ q ♦ ❵ ❿ ➃ ♠ ♣ ② ②
♣ ♠ ❧ r ♠ ♠ ♥ q ❧ ♠ ⑤ ❸ ❧ ❿ q ④ ⑧ ② ♣ ♦ ➁ ➁
Survey Area Data: Version 10, Sep 22, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr 28,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(3425 S SHIELDS ST APARTMENTS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/26/2016
Page 2 of 4
P19 MH-2 75.35 MH-1 75.31 13.8 0.003 Circle 12.0 0.010 1.00 2.50 1.27 77.96 77.96
P20 MH-1 75.31 EX MH 75.00 90.6 0.003 Circle 12.0 0.010 1.00 2.71 1.27 77.94 77.90
P21 MH-18 76.11 MH-20 76.82 139.7 -0.005 Circle 12.0 0.010 1.60 3.30 2.04 80.99 80.82
P22 MH-20 76.82 MH-19 77.17 70.1 -0.005 Circle 12.0 0.010 1.60 3.27 2.04 81.13 81.04
P23 MH-19 77.17 IN-C2 78.08 181.3 -0.005 Circle 12.0 0.010 1.60 3.28 2.04 81.39 81.18
P24 MH-18 76.11 IN-C1 76.29 33.0 -0.005 Circle 12.0 0.010 1.60 3.42 2.04 80.86 80.82
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
2/2/2017
Bentley StormCAD V8i (SELECTseries 3)
Storm A and B.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
P11 MH-9 MH-10 75.9 PVC 15.0 2.20 1.79 75.96 76.34 -0.005 80.83 80.78 80.88 80.83
P12 MH-10 IN B3 10.1 PVC 15.0 2.20 1.79 76.34 76.39 -0.005 80.86 80.86 80.91 80.91
P13 IN B3 MH-11 25.6 PVC 15.0 0.40 0.33 76.39 76.52 -0.005 80.90 80.89 80.90 80.90
P14 MH-11 IN-B4 68.5 PVC 15.0 0.40 0.33 76.52 76.86 -0.005 80.90 80.90 80.90 80.90
Concret 30.0 9.70 1.98 75.76 75.79 -0.005 80.70 80.70 80.76 80.76
P15 O-3 IN D2 6.3 e
Concret 18.0 3.20 1.81 75.79 76.11 -0.005 80.79 80.73 80.85 80.78
P16 IN D2 MH-18 65.2 e
POND MH-3 11.9 PVC 12.0 1.00 1.27 75.64 75.60 0.003 78.04 78.04 78.07 78.06
P17 OUT
P18 MH-3 MH-2 73.0 PVC 12.0 1.00 1.27 75.60 75.35 0.003 78.02 77.98 78.04 78.01
P19 MH-2 MH-1 13.8 PVC 12.0 1.00 1.27 75.35 75.31 0.003 77.96 77.96 77.99 77.98
P20 MH-1 EX MH 90.6 PVC 12.0 1.00 1.27 75.31 75.00 0.003 77.94 77.90 77.97 77.93
P21 MH-18 MH-20 139.7 PVC 12.0 1.60 2.04 76.11 76.82 -0.005 80.99 80.82 81.06 80.89
P22 MH-20 MH-19 70.1 PVC 12.0 1.60 2.04 76.82 77.17 -0.005 81.13 81.04 81.19 81.11
P23 MH-19 IN-C2 181.3 PVC 12.0 1.60 2.04 77.17 78.08 -0.005 81.39 81.18 81.46 81.24
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2
+1-203-755-1666
2/2/2017
Bentley StormCAD V8i (SELECTseries 3)
Storm A and B.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]